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  • Users: danyul
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  1. danyul

    New ACIP next to existing mat foundation

    Next door is an existing mat foundation about 4.5 feet thick and embedded a couple feet. Designers are planning 20-80 foot deep auger cast piles very nearby. Maybe 5 feet away? I’m concerned about any effects on the existing mat when we put in the ACIP. Any suggestions?
  2. danyul

    Micropile installation "near" and "sufficient time"

    Hello I see in ibc 2012 1810.4.10 says 4. Subsequent micropiles shall not be drilled near elements that have been grouted until the grout has had sufficient time to harden. I take that to mean that if you drill and grout a micropile, you can't drill another one nearby and within some time. Is...
  3. danyul

    shear wave velocity testing from surface

    anyone have recommendations on getting testing equipment for shear wave velocity testing to determine IBC site class? id like to get the equipment and do it myself. specifically from the surface not down the hole. pros/cons?
  4. danyul

    runway pavement design

    i am looking for suggestions on how to rehabilitate a runway. the project has an existing runway which is in disrepair. meaning there are many potholes and drainage channels throughout due to the high level of rain. the current pavement is onsite crushed coral compacted and covered with a...
  5. danyul

    runway rehabilitation

    i am looking for suggestions on how to rehabilitate a runway. the project has an existing runway which is in disrepair. meaning there are many potholes and drainage channels throughout due to the high level of rain. the current pavement is onsite crushed coral compacted and covered with a...
  6. danyul

    when to replace the Liquid limit grooving tool

    so there is info on the starting dimensions for the liquid limit grooving tool but is there an official replace the tool guideline? thanks
  7. danyul

    questionable proctor results

    I have a soil with a LL=181 PL=136 PI=45 some type of volcanic ash... we are running a proctor and getting some unexpected results. pt1 max den=29.5pcf m%=146 pt2 max den=35.5pcf m%=128 pt3 max den=32.5pcf m%=118 the field moisture was 180%+ so we have been drying it running the tests along...
  8. danyul

    Surface Fault Rupture

    hello i have been asked to complete a seismic evaluation from the "seismic evaluation handbook" from FEMA 310. specifically section 3.8 geological site hazards. they need us to say whether the site is compliant, non-compliant, or not applicable for Surface Fault Rupture. the site is on maui...
  9. danyul

    Settlement calculation - layer thicknesses

    hello this is rather basic but i have seen several variations and was wondering what you have to say... for consolidation settlement calculations, assuming a homogeneous soil, square ftg, how many layers and what thicknesses are appropriate? examples ive seen: 3 layers - 0.5B, B, 2B seems...
  10. danyul

    Retaining Wall - Active pressure with rock face within failure plane

    I have a solid basalt rock face and want to build a retaining wall in front of it... there will be soil placed between the wall and rock slope. assuming the rock slope starts at the bottom-back of the wall and is steeper then the active wedge how do you calculate the active pressure? I assume...
  11. danyul

    sheetpile design Kp reduction factors and mobilized phi

    can someone explain this to me? for sheetpile design, Kp is calculated several ways but im looking at Caquot and Kerisel. in school i was taught to reduce the phi of the passive soil by using a mobilized phi' = arctan(tan(phi)/FS) use the charts to get the Kp and then use the reduction...
  12. danyul

    settlement from vertical and moment loads on mat foundation

    hello can someone help with this problem? 16'x16' "mat" foundation on clay very soft to 18 feet then stiff. several cases: vert load of 210kips, then vert load with seismic moment of 722ft-kips. vertical settlement is not a worry but rather "tilting" is more of a worry. i need to calc the...
  13. danyul

    specific gravity from consolidation test

    is it possible to get the specific gravity of the soil from the consolidation test? and if so what is the procedure?
  14. danyul

    percent strain on consolidation tests for 2 to 1 method

    i posted this question before and no one replied... am i not clear or does no one know what im talking about? when calculating settlement with the 2 to 1 method the percent strain versus the pressure is needed... now do we need to take the "log" of the pressures similar to calculating the Cc...
  15. danyul

    Consolidation percent strain with 2 to 1 settlement method

    when calculating settlement with the 2 to 1 method the percent strain per kip is needed... now do we need to "log" the kips similar to calculating the Cc and Cs? or do we just care about the percent change over the related load or kips. thanks

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